The URL can be used to link to this page

Home My WebLink AboutEngineered DesignFOUNDATION STABILIZATION AT 45 Mid Valley Dr. New Castle, CO 81647 OWNER: WEBBER DL ENGINEERING INC. DL ENGINEERING INC. 9100 W. JEWELL AVENUE LAKEWOOD, CO 80232 720-440-9450 WWW.DLENGINEER.COM FOUNDATION STABILIZATION AT 45 Mid Valley Dr. New Castle, CO 81647 OWNER: WEBBER DATE:1/26/22 OF 9 RWCVR RW---- 2021-10791 JOB #: DATE: REV. PAGE:CHECKED BY: BY: ACRONYMS: (E)EXISTING (N) NEW H.P =HELICAL PIER M.P.=MONOPOST P.P =PUSH PIER W.A.=WALL ANCHOR W.B.=WALL BRACE C.F.=CARBON FIBER H.P. #x (xxxx#) LEGEND: HELICAL PIER # LOAD ON PIER M.P. #x MONOPOST # P.P. #x (xxxx#) PUSH PIER # LOAD ON PIER W.A. #x WALL ANCHOR # M.P. & H.P. #x (xxxx#) MONOPOST & HELICAL PIER # LOAD ON PIER W.B. #x WALL BRACE # C.F. #x CARBON FIBER # 1.Instal (15) push piers along the perimeter foundation in the following locations: 1.1.(2) at the northwest corner 1.2.(13) along the southern foundation walls S1-1 GENERAL NOTES / LEGEND S1-2 GENERAL NOTES S1-3 GENERAL NOTES S1-4 GENERAL NOTES S2-1 FOUNDATION LAYOUT S3-1 TYP. PUSH PIER DETAIL - EXTERIOR S3-2 TYP. PUSH PIER DETAIL - INTERIOR Z1-1 ZIP-LEVEL MEASUREMENTS SCOPE OF WORK INDEX OF SHEETS BUILDER INFORMATION: Foundation Repair of Western Colorado 2575 Highway 6 & 50 Grand Junction, CO 81501 (970)344-6202 Load Type Load Subcategory Load (psf) Dead Loads Floor 12 Roof 20 Walls 10 Live Loads Floor, Residential 40 Roof 20 Snow Loads Ground 40 Roof 40 Additional Design Criteria Load Type Load Subcategory Value Wind Loads Risk Category 2 Exposure Category C Basic Wind Speed 115 mph Seismic Loads Seismic Design Category B Site Class (per USGS)D Earth Load Soil Bearing Capacity (assumed)1,500 psf Design Criteria Building Code 2015 IBC, 2015 IRC with Garfield County Amendments DL ENGINEERING INC. 9100 W. JEWELL AVENUE LAKEWOOD, CO 80232 720-440-9450 WWW.DLENGINEER.COM FOUNDATION STABILIZATION AT 45 Mid Valley Dr. New Castle, CO 81647 OWNER: WEBBER DATE:1/26/22 OF 9 RWS1-1 RW---- 2021-10791 JOB #: DATE: REV. PAGE:CHECKED BY: BY: General Notes: 1.Construction documents are valid for a single use at the project location and shall not be reused, copied, or reproduced without written approval of the registered design professional in reasonable charge. 2.The contractor is responsible for the methods, means and sequence of all structural erection except when specifically noted otherwise in the construction documents. The contractor shall provide temporary shoring and bracing, providing adequate vertical and lateral support during erection. Shoring and bracing shall remain in place until all permanent members are placed and all final connections are completed. 3.The contractor agrees that, in accordance with generally accepted construction practices, the contractor will be required to assume sole and complete responsibility for job site conditions during the course of construction of the project, including safety of all persons and property. This requirement shall be made to apply continuously and not be limited to normal working hours. The contractor further agrees to defend, indemnify and hold owner and engineer harmless from any and all liability, real or alleged, in connection with the performance of work on this project, exempting liability arising from the sole negligence of engineer. 4.All existing sizes, dimensions and foundation damage shall be field verified by the contractor and owner prior to construction. Discrepancies with the construction documents shall be reported to the structural engineer for additional recommendations (if any). 5.Per the owner's request, the contractor shall stabilize the structure only. No attempt shall be made to lift or plumb the foundation wall without approval for the owner and structural engineer. Field Verification: 1.Contractor and Owner shall thoroughly inspect and survey existing structure to verify dimensions, elevations, framing, etc. which affect the work shown on the drawings. 2.Report any variation or discrepancies to the structural engineer before work proceeding. Foundation Design: 1.Soil conditions and types shall be verified by a Engineer during excavation. 2.All helical piles, push piers, helical anchor tiebacks, wall anchor tiebacks and connection hardware shall be designed and installed by supplier, such that they provide the minimum allowable capacities as indicated on the drawings. All capacities shown on the drawings are unfactored service loads and have not been reduced for live load reductions. 3.Design of individual and continuous footings is based on an assumed maximum allowable bearing pressure of 1500 lbs. per square foot (dead load plus full live load), placed on the natural undisturbed soil, or compacted structural fill below frost depth. Steel Helical Piers: 1.Grip TIte: Model GTRDS2875-0203 (round shaft) Helical Pier with FP3BA Retrofit Bracket 2.Install with Pro-Dig X9 torque head to a maximum of 4,800 ft-lbs torque. 3.Pier depth is dependent on depth of bearing soil adequate to provide the specified torque resistance, therefore, depth is not specified. Pier to be advanced until torque is attained. 4.Installation torque serves as empirical verifications of pier capacity, yielding an onsite load test for each pier. Therefore, soils testing is not necessary for generating a theoretical capacity. 5.Piers shall be 8” minimum helical piers, installed at locations shown on the plans. 6.It is assumed the each new pier will achieve penetration into bedrock or competent soil, and can be installed to the specified capacity. Should bedrock or competent soil not be reached within reasonable depth this office should be notified for further instructions. 7.Contractor is to maintain accurate pier depth and pressure / torque charts for each pier, showing depth and pressure / torque at each shaft section. Charts shall be filled out in real time during installation, and maintained onsite for engineer review during inspection. Charts shall be provided to engineer in final form upon completion. Special Inspections: 1.Special inspections shall be provided per the requirements in the UES Evaluation Report #391, Section 3.3 as well as the requirements of the 2018 IBC Section 1705.9. DL ENGINEERING INC. 9100 W. JEWELL AVENUE LAKEWOOD, CO 80232 720-440-9450 WWW.DLENGINEER.COM FOUNDATION STABILIZATION AT 45 Mid Valley Dr. New Castle, CO 81647 OWNER: WEBBER DATE:1/26/22 OF 9 RWS1-2 RW---- 2021-10791 JOB #: DATE: REV. PAGE:CHECKED BY: BY: Construction documents are valid for a single use at the project location and shall not be reused, copied, or reproduced without vertical and lateral support during erection. Shoring and bracing shall remain in place until all permanent members are placed assume sole and complete responsibility for job site conditions during the course of construction of the project, including safety square foot (dead load plus full live load), placed on the natural undisturbed soil, or compacted structural fill below frost depth. at each shaft section. Charts shall be filled out in real time during installation, and maintained onsite for engineer review during Steel Push Piers: 1.Grip Tite: Push Pier with sleeve and bearing cap and with FP3BA Retrofit Bracket 2.Install with a calibrated hydraulic ram with known pressure-to-axial-force ratio. 3..Pier depth is dependent on depth of bearing soil adequate to provide the specified pressure resistance, therefore, depth is not specified. Pier to be advanced until refusal is attained. 4.Installation pressure serves as empirical verifications of pier capacity, yielding an onsite load test for each pier. Therefore, soils testing is not necessary for generating a theoretical capacity. 5.Piers shall be push piers, installed at locations shown on the plans. 6.It is assumed the each new pier will achieve penetration into bedrock or competent soil, and can be installed to the specified capacity. Should bedrock or competent soil not be reached within reasonable depth this office should be notified for further instructions. 7.Contractor is to maintain accurate pier depth and pressure / torque charts for each pier, showing depth and pressure / torque at each shaft section. Charts shall be filled out in real time during installation, and maintained onsite for engineer review during inspection. Charts shall be provided to engineer in final form upon completion. Cast-in-Place Concrete: 1.All concrete design is based on the “Building Code requirements for Reinforced Concrete” (ACI 318-05/318R-05) All structural concrete shall have a minimum 28-day compressive strength as follows: 1.1 Footings: 3,000psi 1.2 Slab on Grade: 3,500psi 1.3 Foundation walls: 3,000psi 2.Concrete shall be placed on proportioned utilizing Type 1 cement except, concrete exposed directly to soil shall use Type 2 cement. Concrete susceptible to freeze shall be formulated or maximum frost resistance in accordance with the ACI manual of Concrete Practice. 3.Cold weather and or hot weather placing procedures shall be provided, if conditions warrant, as recommended in the ACI manual of Concrete practice. Reinforcing Steel: 1.All detailing, fabrication, and placement of reinforcing steel shall be in accordance with the ACI Manual of Concrete Practice. 2.Reinforcing bars shall conform to ASTM A615-79 and shall be grade 60. 3.Except as noted on the drawings, minimum concrete protection for reinforcing shall be in accordance with ACI 18-05/318R-05. 4.No. 5 or larger reinforcing bars shall not be re-bent. 5.Welding of rebar is not permitted unless procedure is approved by the Structural Engineer. Structural Steel: 1.Structural Steel shall be detailed, fabricated and erected in accordance with 2010 AISC Specification for Structural Steel Buildings, and “Code of Standard Practices” 2005. 2.Structural Steel shall be confirmed to the following grades: 2.1 W- & WT- Shapes: ASTM A36, A992 2.2 Plates & Angles: A36 2.3 HSS: ASTM A500 gr B 2.4 Steel Pipe: ASTM A53 gr B 3.All bolts shall conform to the ASTM A325 except anchor bolts which shall conform to ASTM A307. Bolt Size shall be ¾”, unless noted otherwise on the drawings. 4.All welding shall be by a certified welder in accordance with ACIS and AWS specifications and recommendation. Structural Wood framing: 1.Except where noted otherwise, all 2” members shall be Hem-Fir No. 2 and better. DL ENGINEERING INC. 9100 W. JEWELL AVENUE LAKEWOOD, CO 80232 720-440-9450 WWW.DLENGINEER.COM FOUNDATION STABILIZATION AT 45 Mid Valley Dr. New Castle, CO 81647 OWNER: WEBBER DATE:1/26/22 OF 9 RWS1-3 RW---- 2021-10791 JOB #: DATE: REV. PAGE:CHECKED BY: BY: at each shaft section. Charts shall be filled out in real time during installation, and maintained onsite for engineer review during cement. Concrete susceptible to freeze shall be formulated or maximum frost resistance in accordance with the ACI manual of Except as noted on the drawings, minimum concrete protection for reinforcing shall be in accordance with ACI 18-05/318R-05. 2.Except as noted otherwise, minimum nailing shall be provided as specified in Table No 2304.9.1 “Fastening Schedule” of the IBC. All nails shall be common type, unless noted otherwise. 3.Unless noted otherwise, steel connectors such as those manufactured by Simpson Company, shall be used to join rafters, trusses, joists, or beams to other members at flush-framed conditions. Use maximum number and size of nails indicated in manufactures tables U.N.O. all nails holes shall be filled. 4.All multiple members shall be glued & nailed together. 5.All wood in contact with concrete or exposed to weather, shall be pressure treated Douglas Fir-Larch No. 2 or equal. 6.Structural members shall not be cut for pipes, etc. Unless specifically noted or detailed. Periodic surveys: 1.Periodic surveys of the supported structures should be conducted to assure project success. The Owner should be responsible for annual surveys certifying project success. We would suggest that a baseline survey be conducted immediately. The owner shall submit all findings and reports to the Structural Engineer. 2.If vertical movement of the piers is discovered, the piers should be re-pressured. A representative of the Geotechnical Engineer should be present to observe the re-pressuring. A final report should be provided by the Geotechnical Engineer after observing the re-pressuring. Foundation Stabilization: 1.Although observed foundation damage typically does not pose an immediate health and hazard risk, delaying mitigation will likely make future repairs more difficult and costly. Furthermore, it has been our experience that once a structure begins moving, it will likely continue to so (unless action is taken) resulting in further settling, heaving, unsightly cracks, doors/widows not functioning properly and possible foundation wall collapse. The extent and aggressiveness of the foundation repairs should be carefully considered by the Owner and will depend on their tolerance for risk, the possibility of future damage, and cost. 2.If the owner chooses to do so the foundation could be stabilized only at visibly damaged locations and areas where movement is concentrated. Although this will address specific situations, it is possible that foundation movements will occur elsewhere. 3.If the Owner chooses to do so, the entire foundation could be mitigated. A general system repair, although more costly, would greatly reduce the risk of future foundation damage and movement. It is our understanding that the Owner would not like to pursue this repair option. Site Drainage: 1.We believe that the moisture around foundation elements must be controlled for the useful life of the building. Lack of proper drainage is often a contributing factor to foundation damage observed. It is our opinion that site drainage around the structure must be maintained such that precipitations will quickly drain away. The use of proper slope slabs-on-grade, moisture barriers, swales and surface/subsurface drainage systems are strongly recommended. Extension should be attached to properly function downspouts and roof drains discharge a minimum of 10 feet away from the structure. Site vegetation: 1.We believe that vegetation around the perimeter of structures can eventually lead to foundation movements. Vegetation can hold moisture in soil and create excessive pressure on the foundation system. In order to reduce the risk, bushes, shrubs and trees should be carefully removed by an experienced professional. Care should be taken to not further disturb or damage the existing foundation system. 2.Planters and other surface features which could retain water should be eliminated and properly graded to reduce the possibility of moisture infiltrating around the foundation. Irrigation systems and excessive moisture adjacent to structures can introduce unwanted moisture, possibly resulting in settling and or heaving. The Owner should consider removing irrigation systems or simply not use them. Disclaimer: 1.In as much as the site review of an existing structure for the purpose of observing the structure conditions requires that certain assumptions be made regarding existing conditions and because some of these assumptions may not be verifiable without expending additional sums of money or destroying otherwise adequate or serviceable portions of the building, the Client agrees that , except for negligence on the part of the Engineer, the Client will hold harmless, indemnify and defend Engineer from and against any and all claims arising out of the professional services we have provided. DL ENGINEERING INC. 9100 W. JEWELL AVENUE LAKEWOOD, CO 80232 720-440-9450 WWW.DLENGINEER.COM FOUNDATION STABILIZATION AT 45 Mid Valley Dr. New Castle, CO 81647 OWNER: WEBBER DATE:1/26/22 OF 9 RWS1-4 RW---- 2021-10791 JOB #: DATE: REV. PAGE:CHECKED BY: BY: (E) HOUSE / BASEMENT (E) GARAGE / SLAB N 1/16" = 1'-0" FOUNDATION LAYOUT1 0'16' NOTES: 1.SEE SHEETS S1-1 THROUGH S1-4 FOR GENERAL NOTES.= P.P. (E) HOUSE / CRAWLSPACE (N) P.P. #4(17.0k)(N) P.P. #5(17.0k)(N) P.P. #6(17.0k)(N) P.P. #7(17.0k)(N) P.P. #11(17.0k)(N) P.P. #12(17.0k)(N) P.P. #14(17.0k)(N) P.P. #8 (17.0k) (N) P.P. #10 (17.0k)(N) P.P. #2(17.0k)(N) P.P. #1 (17.0k)(N) P.P. #13(17.0k)(N) P.P. #9(17.0k)(N) P.P. #3 (17.0k) (N) P.P. #15 (17.0k)1'-1"3'-9" 8'-0" FRONT OF HOUSE 8'-0"8'-0"8'-0"7'-6" 1'-6" 5'-2" 2'-0" 8'-7"7'-11"1'-5"5'-4"1'-6"4'-4"1'-0" 3'-0"3'-0"2 S3-1 3 S3-2 DL ENGINEERING INC. 9100 W. JEWELL AVENUE LAKEWOOD, CO 80232 720-440-9450 WWW.DLENGINEER.COM FOUNDATION STABILIZATION AT 45 Mid Valley Dr. New Castle, CO 81647 OWNER: WEBBER DATE:1/26/22 OF 9 RWS2-1 RW---- 2021-10791 JOB #: DATE: REV. PAGE:CHECKED BY: BY: 0'1' (E) FOUNDATION WALL FIELD VERIFY B.O. (E) FOOTING (E) SLAB FLOOR 1" = 1'-0" TYP. PUSH PIER DETAIL (N) PUSH PIER, SLEEVE AND BEARING CAP P/N: IMG PP21617-34 PP BRACKET 2 EXTERIOR DL ENGINEERING INC. 9100 W. JEWELL AVENUE LAKEWOOD, CO 80232 720-440-9450 WWW.DLENGINEER.COM FOUNDATION STABILIZATION AT 45 Mid Valley Dr. New Castle, CO 81647 OWNER: WEBBER DATE:1/26/22 OF 9 RWS3-1 RW---- 2021-10791 JOB #: DATE: REV. PAGE:CHECKED BY: BY: 0'1' (E) FOUNDATION WALL FIELD VERIFY B.O. (E) FOOTING (E) SLAB FLOOR 1" = 1'-0" TYP. PUSH PIER DETAIL (N) PUSH PIER, SLEEVE AND BEARING CAP P/N: IMG PP21617-34 PP BRACKET 3 INTERIOR DL ENGINEERING INC. 9100 W. JEWELL AVENUE LAKEWOOD, CO 80232 720-440-9450 WWW.DLENGINEER.COM FOUNDATION STABILIZATION AT 45 Mid Valley Dr. New Castle, CO 81647 OWNER: WEBBER DATE:1/26/22 OF 9 RWS3-2 RW---- 2021-10791 JOB #: DATE: REV. PAGE:CHECKED BY: BY: N 1/16" = 1'-0" ZIP-LEVEL MEASUREMENTS - MAIN LEVEL1 0'16' NOTES: 1.ZIP-LEVEL MEASUREMENTS TAKEN DURING THE 12/10/2021 OBSERVATION VISIT INDICATE RELATIVE VERTICAL ELEVATIONS.= P.P. FRONT OF HOUSE MEASUREMENTS SHOWN ARE ADJUSTED TO ACCOUNT FOR DIFFERENCES IN ELEVATION FROM DIFFERING FLOOR TYPES (CARPET AND HARDWOODS) DL ENGINEERING INC. 9100 W. JEWELL AVENUE LAKEWOOD, CO 80232 720-440-9450 WWW.DLENGINEER.COM ZIP LEVEL MEASUREMENTS AT 45 Mid Valley Dr. New Castle, CO 81647 OWNER: WEBBER DATE:1/26/22 OF 9 RWZ1-1 RW---- 2021-10791 JOB #: DATE: REV. PAGE:CHECKED BY: BY: